20080838 Ver 2_Stormwater Info_20110311

PRIEST, CRAVEN, & ASSOCIATES, INC.
LAND USE CONSULTANTS `0 8- 0133 8 0 a.
X19@R0 R D
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?NR WA_f9YUA_L1Tr
_Wetiandr Stc"r-nwater Branch
GLENWOOD -TAYLOR TRACT
SINGLE-FAMILY ATTACHED TOWNHOME
DEVELOPMENT
GLENWOOD AVENUE, RALEIGH, NC
STORMWATER ANALYSIS
AND
STORMWATER CONTROL MEASURE DESIGN
CALCULATIONS
s
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June 23, 2010
PLANNERS / LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609, Phone: [phone] Fax [phone]
TF
OF W A 9
??? O? pG
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name Glenwood - Taylor Tract
Contact name Dan Burud
Phone number 919-781-0300
Date March 7, 2011
Drainage area number #1
II. DESIGN INFORMATION
Site Characteristics
Drainage area O Q ft
) t Z
Impervious area
ft2
'
p
4;
Percent impervious ft
Design rainfall depth /-0 inch
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum required volume
Volume provided (temporary pool volume)
Storage Volume: SA Waters Parameters
1,5" runoff volume
Pre-development 1-yr, 24-hr runoff volume
Post-development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Outlet Design
Depth of temporary pool/ponding depth (DPlancs)
Drawdown time
Diameter of orifice
Coefficient of discharge (CD) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
3-0 in
p. 1 Z 5 in/hr
2. 7-b ft3/sec
Z6, Z 7 ft3/sec
7_ Z ¢ft3/sec
1 t' Z ft3
ft3
A3
t ft3
ft3
.LJ-- ft3
ft3
n=
f Z in
1 -7 days
in
7_ S
(unitless)
Form SW401-Wetland-Rev.6-11/16/09 Parts I and It. Project Design Summary, Page 1 of 3
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous (4+cubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4+ cubic-inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4+ cubic-inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4+cubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass-like Herbaceous (4+ cubic-inch)
?`f,fS7 ft2
fD l3 a ft2
3Z %
7b So ft2
4-D %
ZL75 ft2
S
7 44p ft2
/3 %
Oj /S 7 w ft2
,VIA &i*ftz
31Z, D ftamsl
3 01 0 ft amsl
3? t G ft amsl
3l 0, 0 ft amsl
30 f3, p ft amsl
(Y or N)
W-A ft amsl
y (Y or N)
+ in
OK
17, 0.00 in
4-6, 0.00 in
? L 0.00 in
3 (? 0.00 in
(Y or N)
0 0
1533 0
ZS 0
3 R 0 and $124-0
IYb
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 2 of 3
Additional Information
Can the design volume be contained?
Does project drain to SA waters? If yes,
What is the length of the vegetated filter?
Are calculations for supporting the design volume provided in the
application?
Is BMP sized to handle all runoff from ultimate build-out?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
Approximate wetland length
Approximate wetland width
Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?
-(Y or N)
(Y or N)
ft
Y(Y or N)
Y_(Y or N)
(Y or N)
/"6 1 ':1
175 ft
//D ft
l4 0.00ft
Y (Y or N)
Form SW401-Wetland-Rev.6-11/16/09 Parts I and 11. Project Design Summary, Page 3 of 3
OF W A T?c9
A?'? O?
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
1r I ?.ON
Project name Glenwood - Taylor Tract
Contact name Dan Burud
Phone number 919-781-0300
Date March 7, 2011
Drainage area number 2
Site Characteristics M
Drainage area 130, ft2
Impervious area 1 ? -ft'
Percent impervious %
Design rainfall depth /. o O inch
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum required volume
Volume provided (temporary pool volume)
Storage Volume: SA Waters Parameters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff volume
Post-development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Outlet Design
Depth of temporary pool/ponding depth (Dnan,s)
Drawdown time
Diameter of orifice
Coefficient of discharge (CD) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
3.00 in
0.125 in/hr
1,73 ft3/sec
ft3/sec
Ce. (, ft3/sec
5 3 ft3
ft3
(aSfO
ft3
N/?t ft 3
•V A-4 W
ft
3
-- --ft3
?r
I Z in
Z , (,days
in
p, 0 (unitless)
/. p ft
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 1 of 3
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous (4+ cubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4+ cubic-inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4+ cubic-inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4+ cubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass-like Herbaceous (4+ cubic-inch)
(0089 ft2
/OZ(
o ft2
30 %
Z4, 3 ft2
40 %
goo ft2
Z 7 ft2
/ S %
tin&j$ gaft2
.v14 oat ft2
Z q (0 , 0 ft amsl
ft amsl
ft amsl
Z 9 9%o ft amsl
Z Z. D ft amsl
"18 (Y or N)
?u q ft amsl
?(Y or N)
in
12 =Q in
4- (a .tW in
1L Uain
3 to Win
(Y or N)
G0 t A
45 7 0
0
&09
--?-
ZA
,N/ A
OK
and . iv.,306
Form SW401-Wetland-Rev.6-11/16/09 Parts I and It. Project Design Summary, Page 2 of 3
Additional Information
Can the design volume be contained?
Does project drain to SA waters? If yes,
What is the length of the vegetated filter?
Are calculations for supporting the design volume provided in the
application?
Is BMP sized to handle all runoff from ultimate build-out?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
Approximate wetland length
Approximate wetland width
Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?
V (Y or N)
_(Y or N)
r/ ft
y (Y or N)
Y (Y or N)
?(Y or N)
//0 ft
[o 0 ft
(0110 awe
Y (Y or N)
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 3 of 3
°? ? w n r?RQv
r
Y? A ti
NCDENR `STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
I. 'PROJECT INFORMATION
Project name Glenwood - Taylor Tract
Contact name Dan Burud
Phone number 919-781-0300
Date March 7, 2011
Drainage area number 3
II. DESIGN INFORMATION
Site Characteristics
Drainage area 76,408 ftz
Impervious area 43,5(o 0 ftz
Percent impervious %
Design rainfall depth J inch
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum required volume
Volume provided (temporary pool volume)
Storage Volume: SA Waters Parameters
1.5' runoff volume
Pre-development 1-yr, 24-hr runoff volume
Post-development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Outlet Design
Depth of temporary pool/ponding depth (DPiantJ
Drawdown time
Diameter of orifice
Coefficient of discharge (CD) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
D O in
?? rZ5 in/hr
Cd, Zg ft3/sec
4 & L ft3/sec
4, 3 4 ft3/sec
3 65/ ft3
ft3
440 7 5
AI ft3
/t 1 -ft 3
ft3
ft3
t, ft3
12 in
77, 3 days
in
I, 3
(unitless)
p ft
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 1 of 3
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous (4+ cubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4+ cubic-inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4+ cubic-inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4+ cubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass-like Herbaceous (4+ cubic-inch)
37-71 ft2
/ /!o ?f ftz
%
/5O 93 ft2
40 %
3! (D to ftZ
f ?} %
3771 Wftz
lVaLL Wo ftz
3 12, D ft amsl
311,0 ft amsl
3/0-5 ft amsl
310.0 ftamsl
3 r g, y ftamsl
,e/,4 (Y or N)
Ai,/4 ft amsl
y (Y or N)
411 in
1 Z. 9= in
4- fo =in
12 8= in
3 fa Imo in
Al (Y or N)
377 n
OK
0
47 0
(p 0 and r 73 f
3?9
47
.38
"V s
46?JA
Form SW401-Wetland-Rev.6-11/16/09 Parts I and 11. Project Design Summary, Page 2 of 3
Additional Information
Can the design volume be contained? Y(Y or N)
Does project drain to SA waters? If yes, N (Y or N)
What is the length of the vegetated filter? N ?- ft
Are calculations for supporting the design volume provided in the (Y or N)
application? J
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N)
Is the BMP located in a recorded drainage easement with a (Y or N)
y
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
Approximate wetland length ft
Approximate wetland width Q ft
Approximate surface area using length and width provided e;4000 M ft'
Will the wetland be stabilized within 14 days of construction? Y (Y or N)
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 3 of 3
Permit Number.
(to be provided by DWQJ
Drainage Area Number: *1 0-+4 '# 3 ? AM, Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the stormwater wetland is established, the wetland plants will
be watered twice weekly if needed until the plants become established
(commonly six weeks).
- No portion of the stormwater wetland will be fertilized after the first initial
fertilization that is required to establish the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- Once a year, a dam safety expert will inspect the embankment.
After the wet detention pond is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1S inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:' Potential problem: How I will remediate the problem:
The entire BW Trash/debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
wetland erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
swale -applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the Swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Form SW401-Wetland O&M-Rev.3 Page 1 of 4
BhO element:
The deep pool, shallow
water and shallow land
areas
Potential problem:
Sediment has accumulated in
the forebay to a depth that
inhibits the forebay from
functioning well.
Erosion has occurred.
Weeds are present.
Algal growth covers over
50% of the deep pool and
shallow water areas.
Cattails, phragmites or other
invasive plants cover 50% of
the deep pool and shallow
water areas.
Shallow land remains flooded
more than 5 days after a
storm even.
Plants are dead, diseased or
dying.
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Sediment has accumulated
and reduced the depth to 75%
of the original design depth
of the deep pools.
How I will remediate the problem:
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems. _
Remove the weeds, preferably by
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
Consult a professional to remove
and control the algal growth.
Remove the plants by wiping them
with pesticide (do not spray) -
consult a professional.
Unclog the outlet device
immediately.
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Prune according to best professional
practices.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Form SW401-Wetland O&M-Rev.3 Page 2 of 4
BUT element: Potential problem; How 1 will remediate the problem:
The embankment A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
The micropool Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth. possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Plants are growing in the Remove the plants, preferably by
micropool. hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Wetland O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:_ _ (-CAW 000 7,4 YI-04 -704,4&77
BMP drainage area number: A/ , Z? 4-19 -d3
Print name: AA Rk- V- Aty
Title: AILM'9191. / rAlA USILI&C
Address: $31 l F?? try 5 tAT'I- au % z 4 L f I e. -;L-" 15
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, fflak I A__ IC-, , a Notary Public for the State of
nnC??????4'J, Ca-yl t'A„ County of do hereby certify that
personally appeared before me this
day of MO-
.C) D ! , and acknowledge the due execution of the
forgoing stormwater wetland maintenance requirements. Witness my hand and official
seal,
°........e P
NOTARY
•P<yq ti .r V .,
e?COO N' ??s''•
SEAL
r
My commission expires:
..?un? l 5, ?Zol 3
Form SW401-Wetland O&M-Rev.3 Page 4 of 4
Date: 3// Ad41ZI
PRIEST, CRAVEN, & ASSOCIATES, INC.

LAND USE CONSULTANTS
t MiAR
GLENWOOD -TAYLOR TRACT
SINGLE-FAMILY ATTACHED TOWNHOME
DEVELOPMENT
GLENWOOD AVENUE, RALEIGH, NC
•
STORMWATER ANALYSIS
AND
•
STORMWATER CONTROL MEASURE DESIGN
CALCULATIONS
4
AL •
•
2 96 '
?i? ir/?? hsoooos°°?? ???
ON
June 23, 2010
PLANNERS / LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609, Phone: [phone] Fax [phone]
TABLE OF CONTENTS TAB #
Abstract, Methodology, & Project Narratives 1
Vicinity Map 2
USGS Quad Map Exhibit 3
Wake County Soil Survey Map and Soil Classification Reference Information 4
Curve Number Reference Information 5
FEMA FIRM Map 6
Soil Group Information for BMP Drainage Areas (Average CN Calculations) 7
Required Water Quality Treatment Volume Calculations for EDW #1, EDW #2, & EDW #3 8
Overall Stormwater Management Plan - Post-Development Conditions / Drainage Area Map 9
(Water Quantity Summary Table, Water Quality Summary Table & BMP Drainage Area
Soil and CN Characteristic Information and Calculations)
Hydraflow Hydrograph Program - Stormwater BMP Routing and Calculations 10
Summary of Device Information and Schematics of BMP Device 11
Extended Detention Wetland #1 (EDW #1)
Summary of Device Information and Schematics of BMP Device 12
Extended Detention Wetland #2 (EDW #2)
Summary of Device Information and Schematics of BMP Device 13
Extended Detention Wetland #3 (EDW #3)
Nitrogen Loading Calculations 14
I?
U
GLENWOOD - TAYLOR TRACT
• GLENWOOD AVENUE
SINGLE-FAMILY ATTACHED TOWNHOME DEVELOPMENT
ARSTRArT
This analysis has been conducted in order to comply with the requirements of the City of Raleigh's Neuse
River Nutrient Management and stormwater detention requirements.
Glenwood - Taylor Tract is a proposed residential community of single-family attached homes and recreational
uses proposed for a +/-19.2 acre tract of land located on Glenwood Avenue in Northwest Raleigh. The Wake
County Parcel Identification Number of the subject property is 0787-11-6224. The tract is zoned Thoroughfare
District (TD).
Both water quality and water quantity control will be provided through two stormwater control devices.
Stormwater Devices at Drainage Points 1, 2, and 3 are proposed as extended detention wetlands, sized to
provide a normal pool surface area based on the City of Raleigh and DWQ BMP requirements, and a water
quality pool based on capturing the runoff from the 1" storm. Above the water quality pool will be a
detention pool to provide detention to meet the one-year design storm. The developer is requesting that
this project qualify for an exemption from the rate control portion of Part 10, Chapter 9 of the City Code
based on the exemptions allowed in the City of Raleigh Municipal Code Section 10-9023 (b)-items 3 and
4. See Water Quantity section below for additional information.
The Stormwater Control Measures shall be constructed by the developer, ForeverHome, LLC. Upon
• completion of the Stormwater Control Measures and other development infrastructure, the extended detention
wetland devices will be transferred to the Glenwood - Taylor Tract Homeowners Association. The Glenwood
- Taylor Tract Homeowners Association will be responsible for the operation and maintenance of the
stormwater devices. These three stormwater measures are shown on preliminary drawings prepared by Priest,
Craven & Associates, Inc., entitled "Glenwood - Taylor Tract" and originally dated June 23, 2010.
0
METHODOLOGY
• This analysis was prepared using the following available sources of information:
1. Boundary data from Wake Co. Registry and City of Raleigh GIS data.
2. City of Raleigh aerial topographic mapping.
3. Boundary and topographic information provided by this office.
4. Neuse Buffer, Creek, and Wetland information provided by others
5. USDA, SCS, Soil Survey for Wake County, NC.
6. FEMA Flood Insurance Rate Map for Raleigh, NC.
This analysis is based on the hydrologic and hydraulic principles and methodologies documented in the
following publications:
1. USDA, SCS, National Engineering Handbook, Section 4, Hydrology (NEH-4)
2. SCS Technical Release 55
3. SCS Technical Release 20
4. Elements of Urban Stormwater Design by H. Rooney Malcom, P.E.
5. Latest edition of the NCDENR Stormwater BMP Manual
Discharges for all stormwater management devices were calculated using SCS methodology.
Runoff volume for required Water Quality treatment calculated using the Simple Method as outlined in the
latest edition of the NCDENR Stormwater BMP Manual.
• Discharge calculations, runoff volumes, runoff calculations, and routing of BMP devices performed using
Hydraflow Hydrographs Stormwater Program.
Runoff volumes for routing purposes within the Hydraflow Hydrographs Stormwater Program were calculated
using SCS methodology as outlined in NEH-4, TR-20 and TR-55.
Times of concentration were determined using TR-55 or assumed to be a minimum of 5 minutes.
While the numbers and values generated in this analysis are not absolutely correct, the analysis has been
performed in a consistent fashion such that the results are sufficient for the comparison of the before and after
development conditions.
0
PROJECT NARRATIVES
• Wetlands and Streams
Wetland delineation and stream and buffer determinations have been performed and provided by others.
Wetland and Neuse River Buffer (NRB) locations as well as proposed impacts to the wetland and NRB have
been shown on the plans.
Soils
Based on the Wake County soils survey, the property for the Glenwood - Taylor Tract Development consists
of Cecil Sandy Loam (CeD), Cecil Gravelly Sandy Loam (CgC & CgC2), Wilkes Soils (WwF), and Chewacla
(Cm). See Wake County Soil Survey Map and soil reference sheets included in this report. Average CN for
individual drainage areas were developed based on existing conditions for pre-development calculations and
proposed conditions for post-development calculations.
See Wake County Soil Survey for additional information.
Water Quality
The development will comply with the Water Quality requirements of Part 10, Chapter 9 of the Municipal
Code as well as provide 85% TSS removal as required by the 401 and 404 permits to be obtained from the
DWQ and Army Corps of Engineers.
• Per City of Raleigh's Neuse River Nutrient Management and North Carolina Division of Water Quality
requirements, stormwater devices will be provided to treat the first 1" of runoff and remove 85% Total
Suspended Solids (TSS). The three proposed BMP devices are extended detention wetlands (EDW) and
have been designed per the current City of Raleigh and NCDENR BMP stormwater manuals.
See EDW exhibits, details, calculations, routing, and preliminary documents for additional design information.
Nitrogen Export
In accordance with the City of Raleigh's Neuse River Nutrient Management requirements stormwater BMP
devices will be provided to reduce the Nitrogen export loading rate to below 10 lb/ac/yr for the post-
development condition. Payment of fee to the NCEEP will be provided for the balance of the required
reduction to 3.6 lb/ac/yr.
See Nitrogen Export Worksheet for additional information.
Water Quantity
Through the use of stormwater BMP devices, the post development runoff from the site is reduced to below
pre-development levels for the 1-year 24 hour storm.
This property directly abuts a FEMA Mapped Floodplain. The FEMA FIRM Map Number is
3720078700J with an Effective Date of May 2, 2006.
• See the FEMA FIRM map with the subject property hatched and labeled for reference.
Stormwater runoff from the watershed upstream of this property could exasperate flooding in this area and
would appear to provide no benefit to current or future downstream development if detention were
provided on-site. Previously, the City has allowed projects to qualify for an exemption for the rate control
portion of the code due to their proximity to a FEMA and/or City recognized floodplain. Based on this
property's proximity to the FEMA regulated floodplain, the developer is requesting that this project qualify
for an exemption from the rate control portion of Part 10, Chapter 9 of the City Code based on the
exemptions allowed in the City of Raleigh Municipal Code Section 10-9023 (b)-items 3 and 4.
See EDW exhibits, details, calculations, routing, and preliminary documents for additional design information.
Storm Sewer System
The storm sewer system will be designed in accordance with City of Raleigh and/or NCDOT standards and
specifications. The proposed storm sewer system includes catch basins, yard/grate inlets, junction boxes,
concrete piping, and headwalls.
Culverts
There is one proposed culvert that is under the Private Street "B" in the Glenwood - Taylor Tract development.
This culvert will pick up offsite drainage from an existing 18" RCP storm sewer outfall pipe along the western
property line as well as offsite drainage from the west and from existing drainage from Denmark Street that
will all be picked up in new RCP storm sewer and bypassed through the culvert. All of the wetland and buffer
impacts required for this culvert will be obtained from the USACE and the DWQ.
Conclusions
Based on the information and calculations provided within this analysis, the proposed stormwater management
facilities for the development of Glenwood - Taylor Tract should be adequate to meet the stormwater
is requirements of the City of Raleigh and NCDENR
17--?
:J
•
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NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
C7
•
Table 3-4
Hydrologic s oil groups for soil types found in North Carolina (Malcom, 1989)
Alaga A Dragston D/C Louisa B Ridgeland C
Alamance B Dunbar D/B Louisburg B Rimini C
Albany C/A Duplin C/B Lucy A Roanoke D
Altavista C/B Durham B Lumbee D/C Rosman B
Americus A Dykes B Lynchburg C/B Rumford B
Appling B Edneyville B Lynn Haven D/C Ruston B
Ashe B Elbert D Madison B Ruttege D/B
Augusta C Elioak B Magnolia B Saluda C/B
Avery B Elsinboro B Mantachie C/B Scranton D/B
Aycock B Enon C Manteo D Seneca C/B
Barclay C Eustis A Marlboro B Starr B
Barth C Exum C/B Masada B State B
Bayboro D/C Faceville B Maxton B Suncook A
Bertie C/B Fannin B Mayodan B Surry B
Bibb D/B Fletcher B McColl D/C Talladega C
Bladen D/C Fuquay B Mecklenburg C Tallepoosa C
Blaney B Georgeville B Meggett D/C Tate B
Blanton A Gilead C Molena A Tatum B
Bowie B Goldsboro C/B Musella B Thurmont B
Braddock B Goldston C Myatt D/C Toccoa B
Bradley B Granville B Nahunta C/B Toisnot C/B
Brandywine B Grover B Nason C Torhuna C/A
Brevard B Guin A Nixonton B Toxaway D
Bucks B Gwinnett B Norfolk B Transylvania B
Buncombe A Hartsells B Ochlockonee B Troup A
Burton B Hatboro D/C Ocilla C/B Tuckerman D/C
Byars D Hayesville B Olustee D/C Tusquitee B
Cahaba B Haywood B Onslow B Unison B
Cape Fear D/B Helena C Orange D Vance C
Caroline C Herndon B Orangeburg B Varina C
Cartecay C Hiwassee B Osier D Vaucluse C
Cataula C Hoffman C Pacolet B Wadesboro B
-j Cecil B Hulett B Pactolus C/A Wagram A
Chandler B Hyde D/C Pamlico D/C Wahee D/C
Chastain D Invershiel C Pantego D/C Wake D
Chester B Iredell D Pasquotank D/B Watauga B
Chesterfield B Iuka C Pelham D/C Wedowee B
Chewacla C Izagora C Pender D
Chipley C/A Johnston D/B Penn C/B
Clifton B Johus C/B Pinkston C
Codurus C Kahnia B Plummer D/B
Colfax C Kenansville A Pocalla A
Comus B Kershaw A Pocomoke D/B
Congaree B Kinston D/C Pomello C/A
Cowarts C Lakeland A Ponzer D/C
Coxville D/C Leaf D/C Porters B
Craven C Lenoir D/B Portsmouth D/C
Davidson B Leon C/B Rabun B
Delano C Liddell D/C Rains D/B
Dorovan D Lloyd B Ramsey D
Dothan B Lockhart B Ranger C
Stormwater Management and Calculations
3-8
July 2007
7.26
•
•
WELDON
WELOONA
NELLER
MELLINGTO
WELLMAN
WELLNER
WELLSBORO
WELLSTON
WELLSVILL
WELRING
WEMPLE
WENAS
WENATCHEE
WENOEL
MENHAM
WENONA
WENTWORTH
WERLOW
WERNER
WESO
WESSEL
WESTBROOK
WESTBURY
WESTCREEK
WESTERVILLE
WESTFALL
WESTFIELD
WESTFORD
WESTLAND
WESTMINSTER
WESTMORE
WESTMORELAND
WESTON
WESTPHALIA
WESTPLAIN
WESTPORT
WESTVILLE
WETHERSFIELD
WETHEY
WETTERHORN
WETZEL
WEYMOUTH
WHAKANA
WHALAN
WHARTON
WHATCOM
WHATELY
WHEATLEY
NNEATRIDGE
wHEATVILLE
w HEELER
WHEELING
WHEELON
WHELCHEL
WHETSTONE
WHIDBEY
WHIPPANY
WHIPSTOCK
WHIRLO
WHIT
WHITAKER
WHITCUMB
WHITE BIRD
WHITECAP
WHITE=;SH
WHITEFORD
WHITEHORSE
WHITE H,)USE
WHITELAK:
WHITELAM
WHITEMAN
WHITEROCK
WHITESBURG
WHITE STORE
WHITE SWAN
WHITEWATER
WHITEWOOD
WHITLEY
WHITLOCX
WHITMAN
WHITNEY
WHITORE
WHITSOL
WHITSON
WHITWELL
WHOLAN
WIBAUX
WICHITA
WICHUP
WICKERSHAM
WICKETT
WICKHAM
NJTES
TWO
0
Table 7.1--Continued
D WICKIUP
B WICKLIFF
C WICKSBUR
N D WIOTSOE
B WIEHL
B WIEN
C WIGGLETO
B WIGTON
B WILBRAH
D WILBUR
B WILCO
B/C WILCOX
C WILCOXSON
B/C WILDCAT
WILDER
C WILDERNES
B WILDROSE
C WILDWOOD
B WILEY
C -*WILKES
B WILKESON
D WILKINS
C WILL
B WILLACY
C WILLAKENZI
C WILLAMAR
WILLAMETTE
WILLAPA
B/D WILLARD
C/O WILLETTE
B WILLHAND
B WILLIAMS
D WILLIAMSBU
B WILLIAMSON
C WILLIS
A WILLITS
B WILLOUGHBY
C WILLOW CREE
B/C WILLOWDALE
C WILLOWS
D WILLWOOD
B WILMER
B WILPAR
B WILSON
WILTSHIRE
C WINANS
D WINBERRY
D WINCHESTER
C WINCHUCK
3 WINDER
3 WINDHAM
B WINDMILL
0 WINDOM
B WINO RIVER
a WINDSOR
C WINOTHORST
C WINDY
C WINEG
B WINEMA
a WINETTI
C WINF16LO
WING
WINGATE
D WINGER
P3 WINGVILLE
WINIFREO
3 WINK
WINKEL
3 WINKLEMAN
d WINKLER
D WILLO
D WINLOCK
C WINN
0 WINNEBAGO
WINNEMUCCA
6 WINNESHIEK
C WINNETT
B WENONA
3 WINOOSKI
0 WINSTON
d WINTERS
A WINTERSBURG
B WINTERSET
0 WINTHROP
C WINTONER
C WINU
C WINZ
C WIOTA
D WISHARD
B WISHEYLU
C WISHKAH
B WISKAH
A BLANK HYDROLOGIC
SOIL GROUPS SUCH AS
NEH Notice 4-1021 August 1972
C WISDER
E 0 WITSECK D YALMER
G B WITCH D YAMAC
C WITHAM D YAMHILL
C WITHEE D YAMPA
C
D WI T7 YAMSAY
B
N B WITZEL YANA
A WODEN D YANCY
C WODSKOW B YARDLEY
S/C YATES
C WOLCOTTSBURG
YAUCO
C
WOLDALE
0 WOLF C/O YAWDIM
C WOLFESEN B YAWKEY
C
0 WOLFESON YAXON
C
B WOLFORD YEARY
B
S C WOLF POINT YEATES HOL LOW
0 WOLFTEVER C YBGEN
C
0 WOLVERINE YELM
A
C WOODBINE YE
B
C WOODBRIDGE YEOMAN
N
C
C WOODBURN YESUM
C
0 WOODBURY YETULL
0
0 WOODCOCK YODER
B
B WOODENVILLE YOKOHL
C
E C MOODGLEN YOLLABOLLY
D WOODHALL D YOLO
B
3 WOODMURST YOLOGO
A
C WOODINVILLE YOMBA
C/D YOMONT
B MOODIY
A/0 WOODLYN B YONLA LLA
B WOOOMANSIE C/O YONGES
3 WOODMERE B YONNA
G B W000 RIVER B YORDY
D
C WOODROCK YORK
C
C WOODROW YORKVILLE
B
WOODS CROSS C YOST

D YOUGA
B
K B WOODSFIELD
C YOUNAN
WOODSIDE
B A YOUNGSTON
WOODSON
D WOODSTOCK 0 YOURAME
A MOOOSTOWN C/D YOVIMPA
C WOODWARD C YSIDORA
B
0 WOOLMAN YTURBIDE
D WOOLPER B YUBA
C
C WOOLSEY YUKO
C
B/C WOOSLEY YUKON
C
D WOOSTER YUNES
C
A WOOSTERN YUNOUE
C WOOTEN
e/0 WORCESTER B
A ZAAR
B
NORF 3
ZACA
B WORK D ZACHARIAS
3 WORLAND L ZACHARY
3 WORLEY 3 ZAFRA
A WORMSER C ZAHZLL
C 1
'
WOROCK ZAHL
B f
C WORSHAM ZALESKI C
WORTH 0 ZALLA
L I
MORTHEN ZAMORA B
n WORTH;NG B ZANE
D C
WORTHS NG70N ZANEIS
C B
D WORTHAN ZANESVILLE
8 WRENTHAM C ZANONE
C
WRIGHT ZAPATA
L
B/D WRIGHTMAN ZAYALA
C B
` MR IGN7S VILL? ZAVCO
D C
3
WUNJEY ZEB

B B
WURTSBORO ZEESIY C
C WYALUSING ZEL`
D B
A WYARD ZEN
B C
0 WYARNO ZENDA C
WYATT B ZENIA
C B
C WYEAST ZENIFF
C B
3 WYEVILLE Z
C A
B WYGANT ZIEGL EGLER C
B WYKOFF L ZIGWEIO B
D WYMAN B ZILLAH
B B/I
D WYMORE ZIM
C 0
B WYNN ZIMMERMAN A
A WYNOOSE B ZING
0 C
L WYO ZINZER B
C WYOLENA B ZION
B C
C ZIPP C/D
A XAVIER B ZITA B
C ZOAR C
C YACOLT ZOATE D
C YAHARA B ZOHNER B/D
B YAHOLA B ZOOK C
A YAKI B ZORRAVISTA A
C YAKIMA D ZUFELT
B B/D
C YAKUS ZUKAN
D
C YALLANI D ZUMBRO B
SOIL GROUP INDICATES THE SOILUGROUP H
B/C
AS NOT B
INDICATES THE DRAINED/UNDR EEN
AINED SITUATION AM
R
B ZUNOELL
B ZUNHALL
C ZUNI
C ZURICH
D ZWINGLE
B
C
C
D
C
D
C
B
C
C
B
8
A
B
B
A
B
D
D
8
D
C
B
C
D
B/D
B
C
D
C
B
B
A
D
D
A
D
C
D
D
C
DETERMINED
B/C
B/C
D
e
D
•
--:0-
Name - City of Raleigh Flood Hazard Soils Map Symbol
Altavista fine sandy loam, 0 to 4 per cent slopes AfA
Augusta fine sandy loam Au
Buncombe soils Bu
Chewacla soils Cm
Congaree fine sandy loam Co
Congaree silt loam Cp
Mantachie soils Me
Roanoke fine sandy loam Ro
Wahee fine sandy loam Wh
Wehadkee silt loam Wn
Wehadkee and Bibb soils Wo
0
NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
The type of ground cover at a given site greatly affects the volume of runoff.
Undisturbed natural areas, such as woods and brush, have h igh infiltration potenti als
whereas impervious surfaces, such as parking lots and roofs, will not infiltrate runoff at
all. The ground surface can vary extensively, particularly in urban areas, and Table 3-5
lists appropriate curve numbers for most urban land use types according to hydrol ogic
soil group. Land use maps, site plans, and field reconnaissance are all effective me thods
for determining the ground cover.
Table 3-5
Runoff curve numbers in urban areas for the SCS method (SCS, 1986)
Cover Description Curve Numbers for
Hydrologic Soil Group
Fully developed urban areas A B C D
Open Space (lawns, parks, golf courses, etc.)
Poor condition (< 50% grass cover) 68 79 86 89
Fair condition (50% to 75% grass cover) 49 69 79 84
Good condition (> 75% grass cover) 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc. 98 98 98 98
Streets and roads:
Paved; curbs and storm sewers 98 98 98 98
Paved; open ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Developing urban areas
Newly graded areas 77 86 91 94
Pasture (< 50% ground cover or heavily grazed) 68 79 86 89
Pasture (50% to 75% ground cover or not heavily grazed) 49 69 79 84
Pasture (>75 % ground cover or lightly grazed) 39 61 74 80
Meadow - continuous grass, protected from grazing and 30 58 71 78
generally mowed for hay
Brush (< 50% ground cover) 48 67 77 83
Brush (50% to 75% ground cover) 35 56 70 77
Brush (>75% ground cover) 30 48 65 73
Woods (Forest litter, small trees, and brush destroyed by 45 66 7 83
heavy grazing or regular burning)
Woods (Woods are grazed but not burned, and some forest 36 60 73 79
litter covers the soil)
Woods (Woods are protected from grazing, and litter and 30 55 70 77
brush adequately cover the soil)
Most drainage areas include a combination of land uses. The SCS Curve Number Model
should be applied separately: once for areas where impervious cover is directly
connected to surface water via a swale or pipe and a second time for the remainder of
the site. The runoff volumes computed from each of these computations should be
added to determine the runoff volume for the entire site.
For the portion of the site that is NOT directly connected impervious surface, a
composite curve number can be determined to apply in the SCS Curve Number Model.
The composite curve number must be area-weighted based on the distribution of land
uses at the site. Runoff from impervious areas that is allowed to flow over pervious
Stormwater Management and Calculations 3-9 July 2007
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Priest, Craven & Associates, Inc. PROJECT NAME
3803-B Computer Drive
Suite 104
,
Raleigh, NC 27609 iPROJ ECT NO. SHEET OF
Ph. [phone] Fax: [phone] BY DATE
CHECKED DATE
EXTENDED DETENTION WETLAND #1
POST DEVELOPMENT DRAINAGE AREA = 9.00 AC
PROPOSED/EXST IMPERVIOUS SURFACE
PROPOSED/EXST LAWN & LANDSCAPE 5.35
3.65 (AC
AC CN I98 _
CN 164
(AVG. FOR DRNG. AREA)

_-- _ - - - - - ----__?__ 1 - - -_ --
_ __ -_ .
-__ -
-
- SEE OVERALL STORMWATER MGMT.
WATER QUALITY VOLUME TO TREAT PLAN - POST DEVELOPMENT
(SIMPLE METHOD 1" RUNOFF)
IMP. SURFACE % = 5.35/9.00 - 59.44% =
Rv - .05 + 0.9 (0.5944) - - =
0.5944
0.58500

-- CONDITIONS FOR SOIL BREAKDOWN

-- - - --- - -
(3630)(1)(0.58500)(9)1
_
VREQ
_
19112 _
CF
_ _ _
VOLUME PROVIDED = ± 19580 CF IN 1' WATER QUALITY POOL

EXTENDED DETENTION WETLAND #2
POST DEVELOPMENT DRAINAGE AREA = 3.00 AC
PROPOSED/E_XST. IMPERVIOUS SURFACE 1.65 AC CN = 198
PROPOSED/EXST. LAWN & LANDSCAPE 1.35 AC CN = 68 (AVG. FOR DRNG. AREA)
SEE OVERALL STORMWATER MGMT.
WATER QUALITY VOLUME TO TREAT
(SIMPLE METHOD 1" RUNOFF) --
-- -
IMP. SURFACE % - 1.65/3.00 = 55.00% _
Rv - .05 + 0.9 (0.5500) =

.5500
0.54500
- PLAN - POST DEVELOPMENT
CONDITIONS FOR SOIL BREAKDOWN
V = (3630)(1)(0.54500)(3)
REQ -- - --- -
5935
CF
VOLUME PROVIDED = _± 6510
EXTENDED DETENTION WETLAND #3 CF IN F WATER QUALITY POOL
_
POST DEVELOPMENT DRAINAGE AREA
1.80
AC

PR_OP_OSED IMPERVIOUS SURFACE
_
1.00 _
AC
CN = 98
__
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(AVG. FOR DRNG. AREA)
- - - --
--
SEE OVERALL STORMWATER MGMT.

-- WATER QUALITY VOLUME TO TREAT
- PLAN - POST DEVELOPMENT
(SIMPLE METHOD 1" RUNOFF) -
CONDITIONS FOR SOIL BREA
KDOWN

IMP. SURFACE % =
1
.00/1.80
= 55.56% = 0.5556
__
_
_._
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V = (3630)(1)(0.55000 )(1.8
-
)
---
-
----
-- --
---
----
---
--
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--
VOLUME PR -
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Hydraflow Table of Contents
ACAD-2010-Glenwood-TH-SCS-June-2010. gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Tuesday, Jun 22, 2010
Watershed Model Schematic ................................................................................ 1
Hydrograph Return Period Recap ........................................................................ 2
1 - Year
Summary Report ...................................................................................................................
Hydrograph Reports .............................................................................................................
Hydrograph No. 1, SCS Runoff, Drainage Point #1 - Pre ...................................................
TR-55 Tc Worksheet ......................................................................................................
Hydrograph No. 2, SCS Runoff, Drainage Point #1 - Post ................................................
Hydrograph No. 3, Reservoir, Stormwater Wetland #1 ......................................................
Pond Report - Stormwater Wetland #1 ..........................................................................
Hydrograph No. 4, SCS Runoff, Drainage Point #2 - Pre .................................................
TR-55 Tc Worksheet ....................................................................................................
Hydrograph No. 5, SCS Runoff, Drainage Point #2 - Post ...............................................
Hydrograph No. 6, Reservoir, Stormwater Wetland #2 ....................................................
Pond Report - Stormwater Wetland #2 ........................................................................
Hydrograph No. 7, SCS Runoff, Drainage Point #3 - Pre .................................................
Hydrograph No. 8, SCS Runoff, Drainage Point #3 - Post ...............................................
Hydrograph No. 9, Reservoir, Stormwater Wetland #3 ....................................................
Pond Report - Stormwater Wetland #3 ........................................................................
2 - Year
3
4
4
5
6
7
8
10
11
12
13
14
16
17
18
19
Summary Report ................................................................................................................. 21
Hydrograph Reports ........................................................................................................... 22
Hydrograph No. 1, SCS Runoff, Drainage Point #1 - Pre ................................................. 22
Hydrograph No. 2, SCS Runoff, Drainage Point #1 - Post ............................................... 23
Hydrograph No. 3, Reservoir, Stormwater Wetland #1 .................................................... 24
Hydrograph No. 4, SCS Runoff, Drainage Point #2 - Pre ................................................. 25
Hydrograph No. 5, SCS Runoff, Drainage Point #2 - Post ............................................... 26
Hydrograph No. 6, Reservoir, Stormwater Wetland #2 .................................................... 27
Hydrograph No. 7, SCS Runoff, Drainage Point #3 - Pre ................................................. 28
Hydrograph No. 8, SCS Runoff, Drainage Point #3 - Post ............................................... 29
Hydrograph No. 9, Reservoir, Stormwater Wetland #3 .................................................... 30
i
10 - Year
Summary Report ................................................................................................................. 31
Hydrograph Reports ........................................................................................................... 32
Hydrograph No. 1, SCS Runoff, Drainage Point #1 - Pre ................................................. 32
Hydrograph No. 2, SCS Runoff, Drainage Point #1 - Post ............................................... 33
Hydrograph No. 3, Reservoir, Stormwater Wetland #1 .................................................... 34
Hydrograph No. 4, SCS Runoff, Drainage Point #2 - Pre ................................................. 35
Hydrograph No. 5, SCS Runoff, Drainage Point #2 - Post ............................................... 36
Hydrograph No. 6, Reservoir, Stormwater Wetland #2 .................................................... 37
Hydrograph No. 7, SCS Runoff, Drainage Point #3 - Pre ................................................. 38
Hydrograph No. 8, SCS Runoff, Drainage Point #3 - Post ............................................... 39
C
Contents continued...
ACAD-2010-Glenwood-TH-SCS-June-2010. gpw
Hydrograph No. 9, Reservoir, Stormwater Wetland #3 .................................................... 40
100 - Year
Summary Report ................................................................................................................. 41
Hydrograph Reports ........................................................................................................... 42
Hydrograph No. 1, SCS Runoff, Drainage Point #1 - Pre ................................................. 42
Hydrograph No. 2, SCS Runoff, Drainage Point #1 - Post ............................................... 43
Hydrograph No. 3, Reservoir, Stormwater Wetland #1 .................................................... 44
Hydrograph No. 4, SCS Runoff, Drainage Point #2 - Pre ................................................. 45
Hydrograph No. 5, SCS Runoff, Drainage Point #2 - Post ............................................... 46
Hydrograph No. 6, Reservoir, Stormwater Wetland #2 .................................................... 47
Hydrograph No. 7, SCS Runoff, Drainage Point #3 - Pre ................................................. 48
Hydrograph No. 8, SCS Runoff, Drainage Point #3 - Post ............................................... 49
Hydrograph No. 9, Reservoir, Stormwater Wetland #3 .................................................... 50
OF Report ............................................................................................................. 51
0
I
Watershed Model Schemat?q
ydraftowHydrographsExtensionforAutoCADOCivil3D@2010byAutodesk,Inc.v9.25
i
•
0
Legend
Hvd. Origin Description
1 SCS Runoff Drainage Point #1 - Pre
2 SCS Runoff Drainage Point #1 - Post
3 Reservoir Stormwater Wetland #1
4 SCS Runoff Drainage Point #2 - Pre
5 SCS Runoff Drainage Point #2 - Post
6 Reservoir Stormwater Wetland #2
7 SCS Runoff Drainage Point #3 - Pre
8 SCS Runoff Drainage Point #3 - Post
9 Reservoir Stormwater Wetland #3
Project: ACAD-2010-Glenwood-TH-SCS-June-2010.gpw Tuesday, Jun 22, 2010

n
0
Hyd rog rap h Return Period HydrpafloRprographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
H yd rog ra p h Summary Re Kyd aflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25
•
•
r:
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 SCS Runoff 2.783 1 721 9,647 ------ ------ ------ Drainage Point #1 - Pre
2 SCS Runoff 25.27 1 718 51,085 ------ ------ ------ Drainage Point #1 - Post
3 Reservoir 2.006 1 752 41,631 2 312.34 26,659 Stormwater Wetland #1
4 SCS Runoff 1.725 1 720 4,595 ------ ------ ------ Drainage Point #2 - Pre
5 SCS Runoff 8.423 1 718 17,028 ------ ------ ------ Drainage Point #2 - Post
6 Reservoir 0.801 1 747 14,327 5 296.29 8,614 Stormwater Wetland #2
7 SCS Runoff 0.227 1 721 1,312 ------ ------ ------ Drainage Point #3 - Pre
8 SCS Runoff 4.619 1 718 9,292 ------ ------ ------ Drainage Point #3 - Post
9 Reservoir 0.214 1 801 7,884 8 312.24 5,244 Stormwater Wetland #3
ACAD-2010-Glenwood-TH-SCS-June-201 t fpyOjrn Period: 1 Year Tuesday, Jun 22, 2010
Hydrograph Report 4
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 1
Drainage Point #1 - Pre
Hydrograph type = SCS Runoff Peak discharge = 2.783 cfs
Storm frequency = 1 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 9,647 cuft
Drainage area = 9.000 ac Curve number = 59*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.10 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.650 x 55) + (2.350 x 70)) / 9.000
is
•
Q (cfs)
3.00
2.00
1.00
0.00
0 2 4
- Hyd No. 1
Drainage Point #1 - Pre
Hyd. No. -i -i Year
6 8 10 12 14
Q (cfs)
3.00
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)
TR55 Tc Worksheet 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Drainage Point #1 - Pre
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 5.23 + 0.00 + 0.00 = 5.23
Shallow Concentrated Flow
Flow length (ft) = 250.00 250.00 0.00
Watercourse slope (%) = 4.50 7.50 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =3.42 4.42 0.00
Travel Time (min) = 1.22 + 0.94 + 0.00 = 2.16
Channel Flow
X sectional flow area (sqft) = 3.00 4.00 0.00
Wetted perimeter (ft) = 5.00 6.00 0.00
Channel slope (%) = 10.00 15.00 0.00
Manning's n-value = 0.045 0.045 0.015
Velocity (ft/s) =7.44
9.77
0.00
Flow length (ft) ({0})150.0 200.0 0.0
Travel Time (min) = 0.34 + 0.34 + 0.00 = 0.68
Total Travel Time, Tc .............................................................................. 8.10 min
•
6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 2
Drainage Point #1 - Post
Hydrograph type = SCS Runoff Peak discharge = 25.27 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 51,085 cuft
Drainage area = 9.000 ac Curve number = 84*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 98) + (3.650 x 64)) / 9.000
Q (cfs)
28.00
• 24.00
•
20.00
16.00
12.00
8.00
4.00
0.00 ' '
0 2 4
Hyd No. 2
Drainage Point #1 -Post
Hyd. No. 2 -- 1 Year
Q (cfs)
28.00
6
24.00
20.00
16.00
12.00
8.00
4.00
' 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report 7
Stormwater Wetland #1
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 2 - Drainage Point #1 - Post Max. Elevation
Reservoir name = Stormwater Wetland #1 Max. Storage
Storage Indication method used. Wet pond routing start elevation = 311.00 ft.
Q (cfs)
28.00
• 24.00
20.00
16.00
12.00
8.00
4.00
0.00
• 0 5
Hyd No. 3
Stormwater Wetland #1
Hyd. No. 3 -- 1 Year
Tuesday, Jun 22, 2010
= 2.006 cfs
= 12.53 hrs
= 41,631 cuft
= 312.34 ft
= 26,659 tuft
10 15 20
Hyd No. 2
25 30 35 40 45
LFF F I Total storage used = 26,659 cuft
Q (cfs
28.00
24.00 1
20.00 1
16.00 1
12.00 1
8.00 1
4.00 1
1 0.00
50
Time (hrs)
Pond Report
8
Hydraflow Hydrographs Extension for AutoCADO Civil 3D82010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Pond No. 1 - Stormwater Wetland #1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 308.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 308.00 00 0 0
1.00 309.00 13 4 4
2.00 310.00 13 13 17
2.99 310.99 13 12 29
3.00 311.00 19,157 66 95
4.00 312.00 20,002 19,576 19,671
5.00 313.00 20,855 20,425 40,096
6.00 314.00 21,716 21,282 61,378
7.00 315.00 22,585 22,147 83,525
•
•
Culvert / Orifice Structures Weir Structures
[A] IBl [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 2.50 8.00 Inactive Crest Len (ft) = 12.57 40.00 Inactive Inactive
Span (in) = 24.00 2.50 8.00 0.00 Crest El. (ft) = 313.00 313.50 0.00 0.00
No. Barrels = 10 10 50 10 Weir Coeff. = 3.330.00 3.33 3.33 3.33
Invert El. (ft) = 303.00 311.00 312.00 0.00 Weir Type = 1 Ciplti --- ---
Length (ft) = 100.00 1.00 1.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 5.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0 (by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cis cfs cfs cfs cfs cfs cfs
0.00 0 308.00 0.00 0.00 0.00 --- 0.00 0.00 --- -
0.10 0 308.10 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
0.20 1 308.20 30.25 is 0.00 0.00 --- 0.00 0.00 --- -
0.30 1 308.30 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
0.40 2 308.40 30.25 is 0.00 0.00 --- 0.00 0.00 ---
0.50 2 308.50 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
0.60 3 308.60 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
0.70 3 308.70 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
0.80 3 308.80 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
0.90 4 308.90 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
1.00 4 309.00 30.25 is 0.00 0.00 --- 0.00 0.00 -- --
1.10 5 309.10 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
1.20 7 309.20 30.25 is 0.00 0.00 --- 0.00 0.00 --
1.30 8 309.30 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
1.40 9 309.40 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
1.50 10 309.50 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
1.60 12 309.60 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
1.70 13 309.70 30.25 is 0.00 0.00 --- 0.00 0.00 --- -
1.80 14 309.80 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
1.90 16 309.90 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.00 17 310.00 30.25 is 0.00 0.00 --- 0.00 0.00 ---
2.10 18 310.10 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.20 19 310.20 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.30 20 310.30 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.40 22 310.40 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.49 23 310.50 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.59 24 310.59 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.69 25 310.69 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.79 27 310.79 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.89 28 310.89 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.99 29 310.99 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
2.99 36 310.99 30.25 is 0.00 0.00 --- 0.00 0.00 --- ---
--- - - 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- - 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
Continues on next page...
9
Stormwater Wetland #1
Stage / Storage / Discharge Table
. Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.99 42 310.99 30.25 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.99 49 310.99 30.25 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.99 55 310.99 30.25 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.99 62 311.00 30.25 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 69 311.00 30.25 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 75 311.00 30.25 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 82 311.00 30.25 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 88 311.00 30.25 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 95 311.00 30.25 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.10 2,052 311.10 30.25 is 0.02 is 0.00 --- 0.00 0.00 --- --- --- --- 0.018
3.20 4,010 311.20 30.25 is 0.05 is 0.00 --- 0.00 0.00 --- --- --- --- 0.051
3.30 5,968 311.30 30.25 is 0.07 is 0.00 --- 0.00 0.00 --- --- --- --- 0.073
3.40 7,925 311.40 30.25 is 0.09 is 0.00 --- 0.00 0.00 --- --- --- --- 0.089
3.50 9,883 311.50 30.25 is 0.10 is 0.00 --- 0.00 0.00 --- --- --- --- 0.103
3.60 11,840 311.60 30.25 is 0.12 is 0.00 --- 0.00 0.00 --- --- --- --- 0.116
3.70 13,798 311.70 30.25 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- --- 0.127
3.80 15,756 311.80 30.25 is 0.14 is 0.00 --- 0.00 0.00 --- --- --- --- 0.137
3.90 17,713 311.90 30.25 is 0.15 is 0.00 --- 0.00 0.00 --- --- --- --- 0.146
4.00 19,671 312.00 30.25 is 0.16 is 0.00 --- 0.00 0.00 --- --- --- --- 0.155
4.10 21,713 312.10 30.25 is 0.16 is 0.18 is --- 0.00 0.00 --- --- --- --- 0.344
4.20 23,756 312.20 30.25 is 0.17 is 0.67 is --- 0.00 0.00 --- --- --- --- 0.847
4.30 25,798 312.30 30.25 is 0.18 is 1.43 is --- 0.00 0.00 --- --- --- --- 1.612
4.40 27,841 312.40 30.25 is 0.19 is 2.36 is --- 0.00 0.00 --- --- --- --- 2.548
4.50 29,883 312.50 30.25 is 0.19 is 3.40 is --- 0.00 0.00 --- --- --- --- 3.595
4.60 31,926 312.60 30.25 is 0.20 is 4.38 is --- 0.00 0.00 --- --- --- --- 4.580
4.70 33,968 312.70 30.25 is 0.21 is 5.09 is --- 0.00 0.00 --- --- --- --- 5.296
4.80 36,011 312.80 30.25 is 0.21 is 5.74 is --- 0.00 0.00 --- --- --- --- 5.954
4.90 38,053 312.90 30.25 is 0.22 is 6.33 is --- 0.00 0.00 --- --- --- --- 6.546
5.00 40,096 313.00 30.25 is 0.23 is 6.86 is --- 0.00 0.00 --- --- --- --- 7.087
5.10 42,224 313.10 30.25 is 0.23 is 7.36 is --- 1.32 0.00 --- --- --- --- 8.913
5.20 44,352 313.20 30.25 is 0.24 is 7.82 is - 3.74 0.00 _
_
_ 11.80
•
5.30 46,480 313.30 30.25 is 0.24 is 8.26 is __ 6.88 0.00 __
__ ___ __ 15.38
5.40 48,609 313.40 30.25 is 0.25 is 8.68 is --- 10.59 0.00 --- --- --- --- 19.52
5.50 50,737 313.50 30.25 is 0.25 is 9.08 is --- 14.80 0.00 --- --- --- --- 24.13
5.60 52,865 313.60 30.25 is 0.26 is 9.46 is --- 19.46 4.21 --- --- --- --- 33.39
5.70 54,993 313.70 34.60 is 0.26 is 9.82 is --- 24.52 11.92 --- --- --- --- 46.52
5.80 57,121 313.80 40.40 is 0.27 is 10.18 is --- 29.95 21.89 --- --- --- --- 62.29
5.90 59,250 313.90 44.81 is 0.17 is 8.90 is --- 35.74 33.70 --- --- --- --- 78.52
6.00 61,378 314.00 46.14 is 0.14 is 7.01 is --- 38.99s 47.09 --- --- --- --- 93.23
6.10 63,592 314.10 46.77 is 0.12 is 6.15 is --- 40.50s 61.91 --- --- --- --- 108.68
6.20 65,807 314.20 47.28 is 0.11 is 5.51 is --- 41.66s 78.01 --- --- --- --- 125.29
6.30 68,022 314.30 47.70 is 0.10 is 4.98 is --- 42.62s 95.31 --- --- --- --- 143.02
6.40 70,236 314.40 48.08 is 0.09 is 4.55 is --- 43.44s 113.73 --- --- --- --- 161.81
6.50 72,451 314.50 48.43 is 0.08 is 4.18 is --- 44.16s 133.21 --- --- --- --- 181.63
6.60 74,666 314.60 48.75 is 0.08 is 3.86 is --- 44.81 s 153.68 --- --- --- --- 202.42
6.70 76,881 314.70 49.05 is 0.07 is 3.58 is --- 45.40s 175.11 --- --- --- --- 224.16
6.80 79,095 314.80 49.34 is 0.07 is 3.34 is --- 45.92s 197.44 --- --- --- --- 246.77
6.90 81,310 314.90 49.62 is 0.06 is 3.13 is --- 46.43s 220.66 --- --- --- --- 270.27
7.00 83,525 315.00 49.88 is 0.06 is 2.94 is --- 46.88s 244.70 --- --- --- --- 294.57
... End
•
Hydrograph Report 10
. Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 4
Drainage Point #2 - Pre
Hydrograph type = SCS Runoff Peak discharge = 1.725 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 4,595 cuft
Drainage area = 3.000 ac Curve number = 63*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.90 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.400 x 55) + (1.600 x 70)] / 3.000

w
Q (cfs)
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 4
Drainage Point #2 - Pre
Hyd. No. 4 -- 1 Year
6 8 10 12 14
Q (cfs)
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)
•

TR55 Tc Worksheet
11
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
Drainage Point #2 - Pre
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 5.23 + 0.00 + 0.00 = 5.23
Shallow Concentrated Flow
Flow length (ft) = 250.00 0.00 0.00
Watercourse slope (%) = 15.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =6.25 0.00 0.00
Travel Time (min) = 0.67 + 0.00 + 0.00 = 0.67
Channel Flow
X sectional flow area (sqft) = 3.00 4.00 0.00
Wetted perimeter (ft) = 5.00 6.00 0.00
Channel slope (%) = 10.00 5.50 0.00
Manning's n-value = 0.045 0.035 0.015
Velocity (ft/s) =7.44
7.61
0.00
Flow length (ft) ({0})270.0 200.0 0.0
Travel Time (min) = 0.61 + 0.44 + 0.00 = 1.04
Total Travel Time, Tc .............................................................................. 6.90 min
0
12
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 5
Drainage Point #2 - Post
Hydrograph type = SCS Runoff Peak discharge = 8.423 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 17,028 cuft
Drainage area = 3.000 ac Curve number = 84*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = ((1.650 x 98) + (1.350 x 68)1/ 3.000
•
E
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 '
0 2 4
Hyd No. 5
Drainage Point #2 - Post
Hyd. No. 5 -- 1 Year
Q (cfs)
10.00
6 8
8.00
6.00
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
13
• rlyaranoW myarograpns txtension for AUtOGA138 UVII 3138 2010 by Autodesk, Inc. v9.25
Hyd. No. 6
Stormwater Wetland #2
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 5 - Drainage Point #2 - Post Max. Elevation
Reservoir name = Stormwater Wetland #2 Max. Storage
Tuesday, Jun 22, 2010
= 0.801 cfs
= 12.45 hrs
= 14,327 cuft
= 296.29 ft
= 8,614 cuft
Storage Indication method used. Wet pond routing start elevation = 295.00 ft.
Q (cfs)
10.00

Stormwater Wetland #2
Hyd. No. 6 -- 1 Year
8.00
6.00
2.00
0.00 ' '
• 0 5
- Hyd No. 6
4.00
10 15 20
Hyd No. 5
25 30 35 40 45
=LL Total storage used = 8,614 cuft
Q (cfs
10.00
8.00
6.00
4.00
2.00
1 0.00
50
Time (hrs)
Pond Report 14
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
• Pond No. 2 - Stormwater Wetland #2
Pond Data
Contours -Us er-defined contour areas. Coni c method used for volume calculation. Begi ning Elevation = 292.00 ft
Stage / Storage Table
Stage (ft) Elevation ( ft) Co ntour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 292.00 00 0 0
1.00 293.00 13 4 4
2.00 294.00 13 13 17
2.99 294.99 13 12 29
3.00 295.00 6,088 21 50
4.00 296.00 6,931 6,504 6,555
5.00 297.00 7,293 7,111 13,665
6.00 298.00 7,670 7,480 21,145
7.00 299.00 8,061 7,864 29,009
Culvert / Orifice Structures Weir Structures
[A] IB] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 1.50 7.00 0.00 Crest Len (ft) = 12.57 30.00 0.00 0.00
Span (in) = 18.00 1.50 7.00 0.00 Crest El. (ft) = 297.00 297.50 0.00 0.00
No. Barrels = 10 10 30 0 Weir Coeff. = 3.330.00 3.33 3.33 3.33
Invert El. (ft) = 290.00 295.00 296.00 0.00 Weir Type = 1 Ciplti --- ---
Length (ft) = 100.00 1.00 1.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0 (by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Or ifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevatio n Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 292.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.10 0 292.10 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.20 1 292.20 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.30 1 292.30 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.40 2 292.40 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.50 2 292.50 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.60 3 292.60 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.70 3 292.70 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.80 3 292.80 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.90 4 292.90 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.00 4 293.00 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.10 5 293.10 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.20 7 293.20 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.30 8 293.30 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.40 9 293.40 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.50 10 293.50 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.60 12 293.60 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.70 13 293.70 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.80 14 293.80 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.90 16 293.90 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.00 17 294.00 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.10 18 294.10 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.20 19 294.20 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
130 20 294.30 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0
000
2.40 22 294.40 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0.000
• 2.50
2.59 23 294.50
24 294.59 9.51 is
9.51 is 0.00
0.00 0.00
0
00 =__ 0.00
0
00 0.00 =__ _ -
0
00 _-_ ___ 0.000

2.69
25 294.69
9.51 is
0.00 .
0.00 .
--- 0.00 .
0.00 --- --- 0.000
--- --- 0
000
2.79 27 294.79 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0.000
2.89 28 294.89 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.99 29 294.99 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.99 31 294.99 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
Continues on next page...
15
Stormwater Wetland #2
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.99 33 294.99 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.99 36 294.99 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.99 38 294.99 9.51 is 0.00 0.00 --- 0.00 0.00
-- --- --- ---
0.000
3.00 40 295.00 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 42 295.00 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 44 295.00 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 46 295.00 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 48 295.00 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 50 295.00 9.51 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.10 701 295.10 9.51 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.011
3.20 1,351 295.20 9.51 is 0.02 is 0.00 --- 0.00 0.00 --- --- --- --- 0.022
3.30 2,002 295.30 9.51 is 0.03 is 0.00 --- 0.00 0.00 --- --- --- --- 0.029
3.40 2,652 295.40 9.51 is 0.03 is 0.00 --- 0.00 0.00 --- --- --- --- 0.034
3.50 3,303 295.50 9.51 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.039
3.60 3,953 295.60 9.51 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.043
3.70 4,603 295.70 9.51 is 0.05 is 0.00 --- 0.00 0.00 --- --- --- --- 0.047
3.80 5,254 295.80 9.51 is 0.05 is 0.00 --- 0.00 0.00 --- --- --- --- 0.051
3.90 5,904 295.90 9.51 is 0.05 is 0.00 --- 0.00 0.00 --- --- --- --- 0.054
4.00 6,555 296.00 9.51 is 0.06 is 0.00 --- 0.00 0.00 --- --- --- --- 0.057
4.10 7,266 296.10 9.51 is 0.06 is 0.10 is --- 0.00 0.00 --- --- --- --- 0.162
4.20 7,977 296.20 9.51 is 0.06 is 0.37 is --- 0.00 0.00 --- --- --- --- 0.437
4.30 8,688 296.30 9.51 is 0.07 is 0.78 is --- 0.00 0.00 --- --- --- --- 0.843
4.40 9,399 296.40 9.51 is 0.07 is 1.27 is --- 0.00 0.00 --- --- --- --- 1.342
4.50 10,110 296.50 9.51 is 0.07 is 1.76 is --- 0.00 0.00 --- --- --- --- 1.835
4.60 10,821 296.60 9.51 is 0.07 is 2.14 is --- 0.00 0.00 --- --- --- --- 2.217
4.70 11,532 296.70 9.51 is 0.08 is 2.47 is --- 0.00 0.00 --- --- --- --- 2.542
4.80 12,243 296.80 9.51 is 0.08 is 2.75 is --- 0.00 0.00 --- --- --- --- 2.830
4.90 12,954 296.90 9.51 is 0.08 is 3.01 is --- 0.00 0.00 --- --- --- --- 3.091
5.00 13,665 297.00 9.51 is 0.08 is 3.25 is --- 0.00 0.00 --- --- --- --- 3.331
5.10 14,413 297.10 9.51 is 0.08 is 3.47 is --- 1.32 0.00 _-- --- 4.879
5.20 15,161 297.20 9.51 is 0.09 is 3.68 is 3.74 0.00 7.509
5.30 15,909 297.30 10.84 oc 0.09 is 3.88 is 6.88 0.00 --- --- 10.84
5.40 16,657 297.40 14.74 oc 0.09 is 4.06 is --- 10.59 0.00 --- --- --- --- 14.74
5.50 17,405 297.50 18.93 oc 0.06 is 4.06 is --- 14.80 0.00 --- --- --- --- 18.93
5.60 18,153 297.60 20.20 oc 0.04 is 2.40 is --- 17.76s 3.16 --- --- --- --- 23.36
5.70 18,901 297.70 20.55 oc 0.03 is 1.94 is --- 18.59s 8.94 --- --- --- --- 29.49
5.80 19,649 297.80 20.81 oc 0.02 is 1.63 is --- 19.16s 16.42 --- --- --- --- 37.23
5.90 20,397 297.90 21.02 oc 0.02 is 1.40 is --- 19.60s 25.28 --- --- --- --- 46.30
6.00 21,145 298.00 21.21 oc 0.02 is 1.22 is --- 19.97s 35.32 --- --- --- --- 56.53
6.10 21,932 298.10 21.39 oc 0.02 is 1.08 is --- 20.29s 46.43 --- --- --- --- 67.81
6.20 22,718 298.20 21.55 oc 0.01 is 0.97 is --- 20.57s 58.51 --- --- --- --- 80.06
6.30 23,504 298.30 21.71 oc 0.01 is 0.87 is --- 20.82s 71.49 --- --- --- --- 93.19
6.40 24,291 298.40 21.86 oc 0.01 is 0.80 is --- 21.05s 85.30 --- --- --- --- 107.15
6.50 25,077 298.50 22.01 oc 0.01 is 0.73 is --- 21.25s 99.90 --- --- --- --- 121.89
6.60 25,864 298.60 22.15 oc 0.01 is 0.67 is --- 21.44s 115.26 --- --- --- --- 137.38
6.70 26,650 298.70 22.29 oc 0.01 is 0.62 is --- 21.63s 131.33 --- --- --- --- 153.59
6.80 27,436 298.80 22.43 oc 0.01 is 0.58 is --- 21.81 s 148.08 --- --- --- --- 170.48
6.90 28,223 298.90 22.57 oc 0.01 is 0.54 is --- 22.02s 165.49 --- --- --- --- 188.06
7.00 29,009 299.00 22.71 oc 0.01 is 0.51 is --- 22.18s 183.53 --- --- --- --- 206.23
...End
Hydrograph Report 16
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 7
Drainage Point #3 - Pre
Hydrograph type = SCS Runoff Peak discharge = 0.227 cfs
Storm frequency = 1 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 1,312 cuft
Drainage area = 1.800 ac Curve number = 55*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
` Composite (Area/CN) = [(1.800 x 55)] / 1.800
Q (cfs)
0.50
0 0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
Drainage Point #3 - Pre
Hyd. No. 7 -- 1 Year Q (cfs)
0 2 4
Hyd No. 7
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 8
Drainage Point #3 - Post
Hydrograph type = SCS Runoff Peak discharge = 4.619 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 9,292 cuft
Drainage area = 1.800 ac Curve number = 82*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.000 x 98) + (0.800 x 61)] / 1.800
0

Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 `
0 2 4
Hyd No. 8
Drainage Point #3 - Post
Hyd. No. 8 -- 1 Year
6 8 10 12 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2010 by Autodesk, Inc. v9.25
Hyd. No. 9
Stormwater Wetland #3
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 8 - Drainage Point #3 - Post Max. Elevation
Reservoir name = Stormwater Wetland #3 Max. Storage
I?
LJ

18
Tuesday, Jun 22, 2010
= 0.214 cfs
= 13.35 hrs
= 7,884 cuft
= 312.24 ft
= 5,244 cuft
Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0 5
Hyd No. 9
Stormwater Wetland #3
Hyd. No. 9 -- 1 Year
10 15 20
Hyd No. 8
25 30 35 40 45
1 F1 CEFL Total storage used = 5,244 cuft
Q (cfs
5.00
4.00
3.00
2.00
1.00
-1 0.00
50
Time (hrs)
Pond Report 19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Pond No. 3 - Stormwater Wetland #3
Pond Data
Contours -Us er-defined contour areas. Conic method used for volume calculation. Begi ning Elevation = 308.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 308.00 13 0 0
1.00 309.00 13 13 13
2.00 310.00 13 13 25
2.99 310.99 13 12 38
3.00 311.00 3,771 13 51
4.00 312.00 4,386 4,074 4,125
5.00 313.00 4,757 4,570 8,695
6.00 314.00 5,134 4,944 13,639
7.00 315.00 5,517 5,324 18,963
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 1.30 6.00 0.00 Crest Len (ft) = 12.57 30.00 0.00 0.00
Span (in) = 18.00 1.30 6.00 0.00 Crest El. (ft) = 313.00 313.50 0.00 0.00
No. Barrels = 10 10 10 0 Weir Coeff. = 3.330.00 3.33 3.33 0.00
Invert El. (ft) = 302.00 311.00 312.00 0.00 Weir Type = 1 Ciplti --- ---
Length (ft) = 100.00 1.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 5.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.00 Exfil.(in/hr) = 0 (by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 308.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.10 1 308.10 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.20 3 308.20 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.30 4 308.30 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.40 5 308.40 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.50 6 308.50 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.60 8 308.60 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.70 9 308.70 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.80 10 308.80 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.90 11 308.90 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0
000
1.00 13 309.00 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.10 14 309.10 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0.000
1.20 15 309.20 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.30 16 309.30 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.40 18 309.40 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.50 19 309.50 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.60 20 309.60 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0
000
1.70 21 309.70 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0.000
1.80 23 309.80 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0
000
1.90 24 309.90 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0.000
2.00 25 310.00 19.49 is 0.00 0.00 --- 0.00 0.00 -- - --- --- 0
000
2.10 26 310.10 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
2.20 28 310.20 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0.000
2.30 29 310.30 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0
000
2.40 30 310.40 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0.000
2.50 31 310.50 19.49 is 0.00 0.00 ___ 0.00 0.00 ___ ___ _
_ 0
000
• 2.59 33 310.59 19.49 is 0.00 0.00 0.00 0.00 =
.
0
000
2.69 34 310.69 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
2.79 35 310.79 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
2.89 36 310.89 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
2.99 38 310.99 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0.000
2.99 39 310.99 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
Continues on next page...
20
Stormwa ter Wetland #3
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs Cfs
2.99 40 310.99 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.99 42 310.99 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.99 43 310.99 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 44 311.00 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 46 311.00 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 47 311.00 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 48 311.00 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 50 311.00 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 51 311.00 19.49 is 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.10 458 311.10 19.49 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.010
3.20 866 311.20 19.49 is 0.02 is 0.00 --- 0.00 0.00 --- --- --- --- 0.017
3.30 1,273 311.30 19.49 is 0.02 is 0.00 --- 0.00 0.00 --- --- --- --- 0.022
3.40 1,681 311.40 19.49 is 0.03 is 0.00 --- 0.00 0.00 --- --- --- --- 0.026
3.50 2,088 311.50 19.49 is 0.03 is 0.00 --- 0.00 0.00 --- --- --- --- 0.030
3.60 2,495 311.60 19.49 is 0.03 is 0.00 --- 0.00 0.00 --- --- --- --- 0.033
3.70 2,903 311.70 19.49 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.036
3.80 3,310 311.80 19.49 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.038
3.90 3,718 311.90 19.49 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.041
4.00 4,125 312.00 19.49 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.043
4.10 4,582 312.10 19.49 is 0.05 is 0.03 is --- 0.00 0.00 --- --- --- --- 0.077
4.20 5,039 312.20 19.49 is 0.05 is 0.11 is --- 0.00 0.00 --- --- --- --- 0.162
4.30 5,496 312.30 19.49 is 0.05 is 0.23 is --- 0.00 0.00 --- --- --- --- 0.280
4.40 5,953 312.40 19.49 is 0.05 is 0.36 is --- 0.00 0.00 --- --- --- --- 0.414
4.50 6,410 312.50 19.49 is 0.05 is 0.47 is --- 0.00 0.00 --- --- --- --- 0.526
4.60 6,867 312.60 19.49 is 0.06 is 0.56 is --- 0.00 0.00 --- --- --- --- 0.614
4.70 7,324 312.70 19.49 is 0.06 is 0.63 is --- 0.00 0.00 --- --- --- --- 0.691
4.80 7,781 312.80 19.49 is 0.06 is 0.70 is --- 0.00 0.00 --- --- --- --- 0.760
4.90 8,238 312.90 19.49 is 0.06 is 0.76 is --- 0.00 0.00 --- --- --- --- 0.822
5.00 8,695 313.00 19.49 is 0.06 is 0.82 is --- 0.00 0.00 --- --- --- --- 0.881
5.10 9,189 313.10 19.49 is 0.06 is 0.87 is --- 1.32 0.00 --- --- --- --- 2
259
5.20 9,684 313.20 19.49 is 0.07 is 0.92 is - 3.74 0.00 __
___ --- ,
- 4.731
5.30 10,178 313.30 19.49 is 0.07 is 0.97 is __ 6.88 0.00 _ __
7.914
5.40 10,672 313.40 19.49 is 0.07 is 1.01 is --- 10.59 0.00 --- --- --- --- 11.67
5.50 11,167 313.50 19.49 is 0.07 is 1.06 is --- 14.80 0.00 --- --- --- --- 15.93
5.60 11,661 313.60 20.62 is 0.07 is 1.10 is --- 19.46 3.16 --- --- --- --- 23.79
5.70 12,156 313.70 25.72 is 0.06 is 1.14 is --- 24.52 8.94 --- --- --- --- 34.65
5.80 12,650 313.80 27.65 is 0.03 is 0.66 is --- 26.95s 16.42 --- --- --- --- 44.06
5.90 13,144 313.90 27.98 is 0.03 is 0.55 is --- 27.40s 25.28 --- --- --- --- 53.26
6.00 13,639 314.00 28.22 is 0.02 is 0.47 is --- 27.73s 35.32 --- --- --- --- 63.54
6.10 14,171 314.10 28.43 is 0.02 is 0.41 is --- 28.00s 46.43 --- --- --- --- 74.85
6.20 14,704 314.20 28.60 is 0.02 is 0.36 is --- 28.22s 58.51 --- --- --- --- 87.11
6.30 15,236 314.30 28.77 is 0.02 is 0.32 is --- 28.42s 71.49 --- --- --- --- 100.24
6.40 15,768 314.40 28.92 is 0.01 is 0.29 is --- 28.61 s 85.30 --- --- --- --- 114.21
6.50 16,301 314.50 29.06 is 0.01 is 0.27 is --- 28.77s 99.90 --- --- --- --- 128.96
6.60 16,833 314.60 29.20 is 0.01 is 0.24 is --- 28.93s 115.26 --- --- --- --- 144.45
6.70 17,365 314.70 29.34 is 0.01 is 0.22 is --- 29.09s 131.33 --- --- --- --- 160.66
6.80 17,898 314.80 29.47 is 0.01 is 0.21 is --- 29.25s 148.08 --- --- --- --- 177.55
6.90 18,430 314.90 29.60 is 0.01 is 0.19 is --- 29.40s 165.49 --- --- --- --- 195.09
7.00 18,963 315.00 29.73 is 0.01 is 0.18 is --- 29.53s 183.53 --- --- --- --- 213.25
... End

1?
•
0
21
Hyd rog ra p h Summary Re p9yld aflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25
22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 1
Drainage Point #1 - Pre
Hydrograph type = SCS Runoff Peak discharge = 6.460 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 16,988 cuft
Drainage area = 9.000 ac Curve number = 59*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.10 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.650 x 55) + (2.350 x 70)] / 9.000
Q (cfs)
7.00
0 6.00
Drainage Point #1 - Pre
Hyd. No. 1 -- 2 Year
Q (cfs)
7.00
4.00
3.00
5.00
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 1
6 8
6.00
5.00
4.00
3.00
2.00
1.00
' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 2
Drainage Point #1 - Post
Hydrograph type = SCS Runoff Peak discharge = 33.38 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 68,136 cuft
Drainage area = 9.000 ac Curve number = 84*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 98) + (3.650 x 64)] / 9.000
Q (cfs)
35.00
• 30.00
25.00
20.00
15.00
10.00
5.00
0.00 '
0 2 4
Hyd No. 2
Drainage Point #1 - Post
flyd. NO. 2 -- 2 T ear
6 8
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2010 by Autodesk, Inc. v9.25
Hyd. No. 3
Stormwater Wetland #1
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 2 - Drainage Point #1 - Post Max. Elevation
Reservoir name = Stormwater Wetland #1 Max. Storage
Storage Indication method used. Wet pond routing start elevation = 311.00 ft
Q (cfs)
35.00
I 0 30.00
25.00
20.00
15.00
10.00
5.00
Q (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0 00
0 5
- Hyd No. 3
Stormwater Wetland #1
Hyd. No. 3 -- 2 Year
24
Tuesday, Jun 22, 2010
4.958 cfs
= 12.15 hrs
= 58,510 cuft
= 312.65 ft
= 33,004 tuft
10 15 20
Hyd No. 2
25 30 35 40 45
CLM F Total storage used = 33,004 cuft
50
Time (hrs)
Hydrograph Report 25
• Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 4
Drainage Point #2 - Pre
Hydrograph type = SCS Runoff Peak discharge = 3.216 cfs
Storm frequency = 2 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 7,527 cuft
Drainage area = 3.000 ac Curve number = 63*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.90 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.400 x 55) + (1.600 x 70)] / 3.000
•
•
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ' '
0 2 4
- Hyd No. 4
Drainage Point #2 - Pre
Hyd. No. 4 -- 2 Year
6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)
Hydrograph Report
7
• Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 3
Stormwater Wetland #1
Hydrograph type = Reservoir Peak discharge = 2.006 cfs
Storm frequency = 1 yrs Time to peak = 12.53 hrs
Time interval = 1 min Hyd. volume = 41,631 cuft
Inflow hyd. No. = 2 - Drainage Point #1 - Post Max. Elevation = 312.34 ft
Reservoir name = Stormwater Wetland #1 Max. Storage = 26,659 cuft
Storage Indication method used. Wet pond routing start elevation = 311.00 ft.
Q (cfs)
28.00
I . 24.00
20.00
16.00
12.00
Stormwater Wetland #1
Hyd. No. 3 -- 1 Year
4.00
0.00 ` '
0 5
Hyd No. 3
8.00
10 15 20
Hyd No. 2
25 30 35 40 45
M FF1 , Total storage used =26,659 cuft
Q (cfs
28.00
24.00
20.00
16.00
12.00
8.00
4.00
1 0.00
50
Time (hrs)
Hydrograph Report
26
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Hyd. No. 5
Drainage Point #2 - Post
Tuesday, Jun 22, 2010
Hydrograph type = SCS Runoff Peak discharge = 11.13 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 22,712 cuft
Drainage area = 3.000 ac Curve number = 84*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.650 x 98) + (1.350 x 68)] / 3.000
Q (cfs)
12.00
10.00
2.00
0.00
Drainage Point #2 - Post
Hyd. No. 5 -- 2 Year
8.00
6.00
4.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
n nn
• 0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 5

Hydrograph Report 27
. Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 6
Stormwater Wetland #2
Hydrograph type = Reservoir Peak discharge = 2.158 cfs
Storm frequency = 2 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 19,959 cuft
Inflow hyd. No. = 5 - Drainage Point #2 - Post Max. Elevation = 296.59 ft
Reservoir name = Stormwater Wetland #2 Max. Storage = 10,712 cuft
Storage Indication method used. Wet pond routing start elevation = 295.00 ft.
Q (cfs)
12.00
•
10.00
•
8.00
6.00
4.00
2.00
0.00 ' '
0 5
Hyd No. 6
Stormwater Wetland #2
Hyd. No. 6 -- 2 Year
10 15 20 25 30 35 40 45
Hyd No. 5 1TILLL Total storage used = 10,712 cuft
Q (cfs
12.00
10.00
8.00
6.00
4.00
2.00
-1 0.00
50
Time (hrs)
Hydrograph Report
28
riyararlow riyarograpns txtension for AUtOGAUU GIVII 3U(B)2U1 U by Autodesk, Inc. v9.25
Hyd. No. 7
Drainage Point #3 - Pre
Tuesday, Jun 22, 2010
Hydrograph type = SCS Runoff Peak discharge = 0.834 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 2,561 cuft
Drainage area = 1.800 ac Curve number = 55*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.800 x 55)] / 1.800
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
Drainage Point #3 - Pre
Q (cfs)
Hyd. No. 7 -- 2 Year
0 2 4
Hyd No. 7
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
• Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 8
Drainage Point #3 - Post
29
Tuesday, Jun 22, 2010
Hydrograph type = SCS Runoff Peak discharge = 6.206 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 12,570 cuft
Drainage area = 1.800 ac Curve number = 82*
Basin Slope = 0.0% Hydraulic length = Oft
Tc method = Time of conc. (Tc) = 5.00 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(1.000 x 98) + (0.800 x 61)] / 1.800
Q (cfs)
7.00
• 6.00
Drainage Point #3 - Post
Hyd. ivo. °v -- 2 i e-ar
5.00
4.00
3.00
2.00
0.00 s
• 0
1.00
2 4
Hyd No. 8
6 8
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)
30
Hydrograph Report
• Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 9
Stormwater Wetland #3
Hydrograph type = Reservoir Peak discharge = 0.525 cfs
Storm frequency = 2 yrs Time to peak = 12.50 hrs
Time interval = 1 min Hyd. volume = 11,107 cuft
Inflow hyd. No. = 8 - Drainage Point #3 - Post Max. Elevation = 312.50 ft
Reservoir name = Stormwater Wetland #3 Max. Storage = 6,404 cuft
Storage Indication method used.
Q (cfs)
7.00
• 6.00
Stormwater Wetland #3
Hyd. No. 9 -- 2 Year
5.00
4.00
3.00
2.00

Q (cfs
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ` '
• 0 5
Hyd No. 9
0 00
1.00
10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 8 1 i-? i Total storage used = 6,404 cuft

r-

31
Hyd rog ra p h Summary Re p9yld allow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25
Hydrograph Report 32
• Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 1
Drainage Point #1 - Pre
Hydrograph type = SCS Runoff Peak discharge = 20.36 cfs
Storm frequency = 10 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 44,472 cuft
Drainage area = 9.000 ac Curve number = 59*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.10 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.650 x 55) + (2.350 x 70)1/ 9.000
Q (cfs)
21.00
0 18.00
•
15.00
12.00
9.00
6.00
3.00
0.00 '
0 2 4
Hyd No. 1
Drainage Point #1 - Pre
Hyd. No. 1 -- 10 Year
Q (cfs)
21.00
6
18.00
15.00
12.00
9.00
6.00
3.00
8 10 12 14 16 18 20 22 24 26 0.00
Time (hrs)
Hydrograph Report 33
. Hydraf low Hydrographs Extension for AutoCADO Civil 3D@2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 2
Drainage Point #1 - Post
Hydrograph type = SCS Runoff Peak discharge = 56.88 cfs
Storm frequency = 10 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 118,846 cuft
Drainage area = 9.000 ac Curve number = 84*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 98) + (3.650 x 64)] / 9.000
Q (cfs)
60.00
•
50.00
•
40.00
30.00
20.00
10.00
0.00 '
0.0 2.0
Hyd No. 2
Drainage Point #1 - Post
Hyd. No. 2 -- 10 Year
4.0 6.0 8.0
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hydrograph Report
34
. nyuiaiww nyuiuyidpi s Cx[ension TOr AUIOUAU(F) UIVII 3UV ZUIU by Autodesk, Inc. v9.25
Hyd. No. 3
Stormwater Wetland #1
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 2 - Drainage Point #1 - Post Max. Elevation
Reservoir name = Stormwater Wetland #1 Max. Storage
Storage Indication method used. Wet pond routing start elevation = 311.00 ft
Q (cfs)
60.00
0
50.00
40.00
30.00
20.00
10.00
0.00
Stormwater Wetland #1
rlyd. NO. 3 -- 100 Year
Tuesday, Jun 22, 2010
= 28.61 cfs
= 12.05 hrs
= 109,031 tuft
= 313.55 ft
= 51,766 tuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
i nn
U 2 4 6 8 10 12 14 16 18 20 22 24 26
HYd No. 3 H d No. 2 Time (hrs)
Y =1 1L Total storage used = 51,766 cuft
Hydrograph Report
35
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Hyd. No. 4
Drainage Point #2 - Pre
Tuesday, Jun 22, 2010
Hydrograph type = SCS Runoff Peak discharge = 8.406 cfs
Storm frequency = 10 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 17,934 cuft
Drainage area = 3.000 ac Curve number = 63*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.90 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.400 x 55) + (1.600 x 70)] / 3.000

Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 4
Drainage Point #2 - Pre
Hyd. No. 4 -- 10 Year
6 8 10 12 14
Q (cfs)
10.00
8.00
6.00
4.00
2.00
I 0.00
16 18 20 22 24 26
Time (hrs)
Hydrograph Report 36
• Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 5
Drainage Point #2 - Post
Hydrograph type = SCS Runoff Peak discharge = 18.96 cfs
Storm frequency = 10 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 39,615 cuft
Drainage area = 3.000 ac Curve number = 84*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.650 x 98) + (1.350 x 68)1/ 3.000
Q (cfs)
21.00
0 18.00
15.00
12.00
9.00
6.00
3.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 0.00
• 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
- Hyd No. 5
Drainage Point #2 - Post
Hyd. No. 5 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 6
Stormwater Wetland #2
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 5 - Drainage Point #2 - Post Max. Elevation
Reservoir name = Stormwater Wetland #2 Max. Storage
Storage Indication method used. Wet pond routing start elevation = 295.00 ft
Q (cfs)
21.00
0 18.00
•
15.00
12.00
9.00
6.00
3.00
0.00 1 1 ---"
0 2 4
Hyd No. 6
Stormwater Wetland #2
Hyd. No. 6 -- 10 Year
Q (cfs)
21.00
37
Tuesday, Jun 22, 2010
= 12.02 cfs
= 12.03 hrs
= 36,778 cuft
= 297.33 ft
= 16,134 cuft
18.00
15.00
12.00
9.00
6.00
3.00
0.00
8 10 12 14 16 18 20 22 24 26
Hyd No. 5 % i I` L 1 i Total storage used = 16,134 cuft Time (hrs)
6
Hydrograph Report
38
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Hyd. No. 7
Drainage Point #3 - Pre
Tuesday, Jun 22, 2010
Hydrograph type = SCS Runoff Peak discharge = 3.488 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 7,565 cuft
Drainage area = 1.800 ac Curve number = 55*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.800 x 55)] / 1.800
L?
•
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 7
Drainage Point #3 - Pre
Hyd. No. 7 -- 10 Yea r
6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)
Hydrograph Report 39
• Hydraflow Hydrographs Extension for AutoCAD® Civil 31DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 8
Drainage Point #3 - Post
Hydrograph type = SCS Runoff Peak discharge = 10.84 cfs
Storm frequency = 10 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 22,443 cuft
Drainage area = 1.800 ac Curve number = 82*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 5.00 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.000 x 98) + (0.800 x 61)] / 1.800
Q (cfs)
12.00

0
10.00
4.00
2.00
0.00
Drainage Point #3 - Post
Hyd. iv G. 8 -- i v Year
8.00
6.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
n nri
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0- vv
Time (hrs)
Hyd No. 8
Hydrograph Report
• Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 9
Stormwater Wetland #3
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 8 - Drainage Point #3 - Post Max. Elevation
Reservoir name = Stormwater Wetland #3 Max. Storage
40
Tuesday, Jun 22, 2010
= 5.813 cfs
= 12.05 hrs
= 20,913 tuft
= 313.24 ft
= 9,852 cuft
Storage Indication method used.
12.00
Q (cfs)
0
10.00

8.00
6.00
4.00
2.00
0.00 I I
0
Stormwater Wetland #3
Hyd. No. 9 -- 10 Year
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
nn
2 4 6 8 10 12 14 16 18 20 22 24 26

Hyd No. 9
Hyd No. 8
` TILL Total storage used =
9,852 cult Time (hrs)

0
41
Hydrograph Summary Rep9rt
ydraflow Hydrographs Extension for AutoCAD®Civil 3D® 2010 by Autodesk, Inc. v9.25
Hydrograph Report

Hyd. No. 1
Drainage Point #1 - Pre
Tuesday, Jun 22, 2010
Hydrograph type = SCS Runoff Peak discharge = 48.66 cfs
Storm frequency = 100 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 102,646 cuft
Drainage area = 9.000 ac Curve number = 59*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.10 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.650 x 55) + (2.350 x 70)] / 9.000
Q (cfs)
50.00
•
40.00
•
30.00
20.00
10.00
0.00 '
0 2 4
Hyd No. 1
Drainage Point #1 - Pre
Hyd. No. 1 -- 100 Year

42
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
43
Hydrograph Report
• Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 2
Drainage Point #1 - Post
Hydrograph type = SCS Runoff Peak discharge = 95.27 cfs
Storm frequency = 100 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 205,354 cuft
Drainage area = 9.000 ac Curve number = 84*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(5.350 x 98) + (3.650 x 64)1/ 9.000
Q (cfs)
100.00
. 90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Drainage Point #1 - Post
Hyd. No. 2 -- 100 Year
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
• 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 3
Stormwater Wetland #1
Hydrograph type = Reservoir Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 2 - Drainage Point #1 - Post Max. Elevation
Reservoir name = Stormwater Wetland #1 Max. Storage
44
Tuesday, Jun 22, 2010
= 87.19 cfs
= 11.98 hrs
= 195,352 cuft
= 313.96 ft
= 60,504 cuft
Storage Indication method used. Wet pond routing start elevation = 311.00 ft.
Q (cfs)
Q (cfs)
100.00
90
00 100.00
.
80
00 90.00
.
70
00 80.00
.
60
00 70.00
.
50
00 60.00
.
40
00 50.00
.
30
00 40.00
.
20
00 30.00
.
10
00 20.00
.
0.00 10.00
0 00
to 0 2 4
Hyd No. 3
Stormwater Wetland #1
Hyd. No. 3 -- 100 Year
6 8 10
Hyd No. 2
12 14 16 18 20 22
?F 11-F , Total storage used = 60,504 cult
24
Time (hrs)
Hydrograph Report
• Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
Drainage Point #2 - Pre
45
Tuesday, Jun 22, 2010
Hydrograph type = SCS Runoff Peak discharge = 18.45 cfs
Storm frequency = 100 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 38,953 cuft
Drainage area = 3.000 ac Curve number = 63*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.90 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.400 x 55) + (1.600 x 70)] / 3.000
Q (cfs)
21.00
i 18.00
15.00
12.00
Drainage Point #2 - Pre
Hyd. No. 4 -- 100 Year
6.00
3.00
9.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 i i 0.00
• 0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4
Hydrograph Report
46
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Hyd. No. 5
Drainage Point #2 - Post
Tuesday, Jun 22, 2010
Hydrograph type = SCS Runoff Peak discharge = 31.76 cfs
Storm frequency = 100 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 68,451 cuft
Drainage area = 3.000 ac Curve number = 84*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.650 x 98) + (1.350 x 68)] / 3.000
Drainage Point #2 - Post
Q (cfs) Hyd. No. 5 -- 100 Year
35.00
0 30.00
25.00
20.00
15.00
10.00
5.00
0.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
• 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 5
Hydrograph Report 47
• Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 6
Stormwater Wetland #2
Hydrograph type = Reservoir Peak discharge = 29.29 cfs
Storm frequency = 100 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 65,571 cuft
Inflow hyd. No. = 5 - Drainage Point #2 - Post Max. Elevation = 297.70 ft
Reservoir name = Stormwater Wetland #2 Max. Storage = 18,877 cuft
Storage Indication method used. Wet pond routing start elevation = 295.00 ft
Q (cfs)
35.00
0 30.00
•
25.00
20.00
15.00
10.00
5.00
0.00 ' '
0 2 4
Hyd No. 6
Stormwater Wetland #2
Hyd. No. 6 -- 100 Year
6 8 10
Hyd No. 5
12 14 16 18 20 22
LI I -F[ i Total storage used = 18,877 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
--' 0.00
24
Time (hrs)
Hydrograph Report 48
• Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Hyd. No. 7
Drainage Point #3 - Pre
Hydrograph type = SCS Runoff Peak discharge = 9.300 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 18,760 cuft
Drainage area = 1.800 ac Curve number = 55*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.800 x 55)1/ 1.800

C1
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 '
0 2 4
Hyd No. 7
Drainage Point #3 - Pre
Hyd. No. 7 -- 100 Year
6 8 10 12 14
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
16 18 20 22 24 26
Time (hrs)
Hydrograph Report
49
• ..?_. _.._....?... ..?...r.?., ?.......,...........?u...vr.vev vivo ..vv ev iu uy f UIUUCbR, IIIG. Vv,/Z)
Hyd. No. 8
Drainage Point #3 - Post
Tuesday, Jun 22, 2010
Hydrograph type = SCS Runoff Peak discharge = 18.52 cfs
Storm frequency = 100 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 39,484 cuft
Drainage area = 1.800 ac Curve number = 82*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 5.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
` Composite (Area/CN) = [(1.000 x 98) + (0.800 x 61)] / 1.800
21.00
Q (cfs)
0 18.00
15.00
12.00
9.00
6.00
3.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ' ' I i
0.00
• 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 8 Time (hrs)
Drainage Point #3 - Post
Hyd. No. 8 -- 100 Year
Hydrograph Report
. Hydraflow Hydrographs Extension for AuloCADOI Civil 3DO 2010 by Autodesk, Inc. v9.21
Hyd. No. 9
Stormwater Wetland #3
Hydrograph type = Reservoir Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 8 - Drainage Point #3 - Post Max. Elevation
Reservoir name = Stormwater Wetland #3 Max. Storage
50
Tuesday, Jun 22, 2010
= 17.78 cfs
= 11.98 hrs
= 37,896 cuft
= 313.53 ft
= 11,283 tuft
Storage Indication method used.
21.00
Q (cfs)
I is 18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 2 4 6 8 10
Hyd No. 9 Hyd No. 8
Stormwater Wetland #3
Hyd. No. 9 -- 100 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
n nn
12 14 16 18 20 22 24 -
Time (hrs)
J-M Total storage used = 11,283 cult
Hydraflow Rainfall Report
51
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Jun 22, 2010
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 69.8703 13.1000 0.8658 --------
3 0.0000 0.0000 0.0000 --------
5 79.2597 14.6000 0.8369 --------
10 88.2351 15.5000 0.8279 --------
25 102.6072 16.5000 0.8217 --------
50 114.8193 17.2000 0.8199 --------
100 127.1596 17.8000 0.8186 --------
File name: SampleFHA.idf
•
Intensity = B / (Tc + D)"E
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc = time in minutes. Values may exceed 60.
Precio. file name WakeCounty ncn
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.00 3.60 0.00 4.80 5.28 6.50 7.20 8.00
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10
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